Liquefaction Severity Index Research Articles

Liquefaction potential analysis based on standard penetration test in coastal area (Case study: Loh Buaya, Rinca Island, Indonesia)

An area has liquefaction potential when it has a shallow groundwater level, loose sandy soil, and is prone to earthquakes. There are several areas with such criteria that have not been analysed for liquefaction potential. This study aims to analyse and plot the liquefaction potential in the coastal area of Loh Buaya, Rinca Island, East Nusa Tenggara Province. Soil investigation data, such as SPT, sieve analysis, and groundwater level, as well as earthquake history that occurred from 1922-2022, served as the main data for liquefaction potential analyses. The methods used were Ground Motion Equation Prediction (GMPE) to calculate Peak Ground Acceleration (PGA), Simplified Procedure, and Liquefaction Severity Index (LSI) to make a liquefaction hazard assessment. LSI scores were used to provide micro-zonation of liquefaction potential with Inverse Distance Weighted (IDW) interpolation in QGIS. The result obtained is very dense gravel has no liquefaction potential whereas loose sandy soil has very high in LSI classification because loose sandy soil has liquefaction potential up to 20 meters of depth. The applying of micro-zonation LSI by IDW interpolation method can estimate the potential level of liquefaction hazard on Loh Buaya, Rinca Island with limited soil investigation data.

Liquefaction potential hazard assessment and its effect on toll road construction in Seyegan Subdistrict, Yogyakarta

Toll road construction is a vital infrastructure connecting the two economic centers on Java Island. However, given the potential disaster risks in the region, it is essential to assess the geological and geotechnical conditions to determine the potential for liquefaction in the area. The special region of Yogyakarta is susceptible to earthquakes and associated disasters. One of the most significant earthquakes occurred on May 27, 2006 with a magnitude of 6.3 Mw resulting from the Opak Fault. Furthermore, the toll road is constructed above the Mataram Irrigation Canal, characterized by a shallow groundwater level and young volcanic deposits that are vulnerable to liquified. The study aimed to determine the potential for liquefaction in the area and predicted the vertical settlement caused by liquified soil. The analysis of liquefaction potential utilized the simplified procedure to obtain factor of safety and Liquefaction Severity Index (LSI) to assess the vulnerability index of liquefaction. Results indicated the research area had a very low to medium liquefaction susceptibility index. In addition, the calculation of vertical settlement using Idriss and Boulanger (2008) equation showed a predicted vertical settlement range of 0.4 cm – 44.64 cm. The predicted vertical settlement range underscores the importance of considering the potential for liquefaction to mitigate any adverse effects on the toll road’s construction and operation.

Assessment of liquefaction potential and damage on the toll road construction in earthquake-prone area, Sleman Regency, Yogyakarta

The construction of toll roads in earthquake-prone areas presents significant challenges due to the potential occurrence of liquefaction, a seismic phenomenon in fine-grained soils losing strength during earthquakes. The research was conducted at a toll road construction site in Sleman Regency, Yogyakarta, an area near the active Opak fault which increases its vulnerability to liquefaction. The objective of this study is to analyse the liquefaction potential and damage on the surface in research area. The method used is simplified procedure by Idriss and Boulanger which assessing the cyclic stress ratio and cyclic resistance ratio based on standard penetration test and laboratory data. Then, Liquefaction Potential Index (LPI) and Liquefaction Severity Index (LSI) are calculated. Finally, vertical displacement caused by liquefied soil is estimated using the post-cyclic reconsolidation model to understand its impact on the surface. The study shows low to very high liquefaction potential at the toll road construction site in Sleman Regency. With a vertical displacement of 4.69 cm to 38.83 cm, surface damage can range from low to extensive, emphasizing the need for liquefaction mitigation in earthquake-prone areas like Yogyakarta during toll road infrastructure planning.

Study of soil liquefaction potential at Anutapura General Hospital, Palu City, Central Sulawesi Province

On September 28, 2018, at 18:02 local time, a strong tectonic earthquake with a moment magnitude of 7.5 struck Central Sulawesi Province, Indonesia, triggering liquefaction disasters in Palu city and Sigi district. The project of the Anutapura Medical Centre (AMC) building at the Anutapura General Hospital in Palu city is one of the Indonesian government programs to support the rehabilitation and reconstruction of infrastructure after the earthquake. This hospital is located close to the liquefaction-affected area in Balaroa. Geologically, the hospital area is also located in the formation of Holocene deposits that have not been fully lithified. This study aims to analyze the liquefaction potential, which focuses on the construction area of the AMC building. The soil grain size distribution was used for the preliminary analysis of potentially liquified soils. The SPT-based liquefaction triggering procedure was used to calculate the safety factor (SF) against liquefaction. Subsequently, the SF value was further analyzed using the liquefaction severity index (LSI) to determine the severity level. The results show that soils in the study area have the potential to liquefy with a low to moderate severity level. The results are expected to be used as consideration to mitigate the possible liquefaction.

The Analysis of Liquefaction Potential and Post-Liquefaction Deformations at a Highway Bridge Crossing

The primary goal of this study is to geotechnically analyze the soil strength and liquefaction potential of the soil where the Seyrek highway junction and the bridge are built under earthquake-related dynamic stress. The analyses include comparisons of liquefaction potential using various empirical approaches, studies of post-liquefaction vertical deformation, and investigations into the influence of fill soil on liquefaction-induced surface deformation. Since the analyses of liquefaction potential in soils are made based on the "Simplified Method" approach, this method was also used in this study. This study also used the "Simplified Method" approach, which is the basis for studies of soil liquefaction potential. Four standard penetration tests (SPT) on the bridge piers were used to collect field data, and experiments in the lab were used to establish the requisite soil parameters. When the results of the Simplified Method analysis were performed according to the soil properties of the SK-1, SK-2, SK-3, and SK-4 drillings and the liquefaction analysis results were determined according to the required safety factor (Fs), liquefaction potential up to 18.5 meters was determined in all four SPT locations. Moreover, the results of surface damage effect analyses of the non-liquefied cover/fill layer on the Seyrek crossing bridge soil for all four SPP fields were found to be 'visible" and the liquefiable layer thickness (H2) was found to be 10.5 m. The calculated liquefaction severity index (LS) value was found to be up to 52, which means the liquefaction effect was found to be 'Possible liquefaction damage'.

Evaluation of Soil Liquefaction Using SPT Data at Boyolali Regency, Central Java

On 27 May 2006 at 05:54 local time, a major earthquake with a moment magnitude (Mw) of 6.3 occurred in Yogyakarta Province. This earthquake was widespread causing several damages in Yogyakarta Province and Central Java Province. One of the regencies in Central Java Province impacted was Boyolali Regency. This research aims to evaluate soil liquefaction based on the Standard Penetration Tests (SPT) in Boyolali Regency. Evaluation of soil liquefaction was necessary to minimize the damage as a preliminary in determining mitigation methods that can be applied. Besides Mw 6.3 earthquakes, according to SPT Data, several factors that triggered liquefaction were found in this study area such as a shallow groundwater table and the existence of a poorly graded sandy soil layer. The liquefaction was evaluated by comparing the Liquefaction Severity Index (LSI) and the Liquefaction Risk Index (LRI) using the simplified method. Based on the analysis, the result showed that Boyolali Regency had a value of LSI in the range of very low until low severity and a value of LRI in the range of low until the high risk.

Design of Stone Column to Mitigate Soil Liquefaction: Cases Study of Yogyakarta International Airport

A low-to-medium cohesionless soil with low fines content was predominantly observed at the surfaces of Yogyakarta International Airport (YIA). The condition exposed subsoil of YIA to Liquefaction in addition to its location on a high seismic zone which has increased the likelihood of massive ground shaking. This means it is necessary to improve soil condition and vibro-replacement using stone column was selected as the appropriate method due to its recent popularity for the enhancement of sandy ground. Stone column has the ability to reduce the Cyclic Stress Ratio (CSR) of liquefiable soil and can be reliably evaluated. Therefore, this study was conducted to evaluate the risk of Liquefaction at YIA by adopting the SPT-based Liquefaction triggering procedure and presuming its manifestation using Liquefaction Severity Index (LSI). It is pertinent to state that the theoretical approach introduced by Priebe was used to design the geometry and center-to-center distance of stone column. The results were presented in the form of maps with a 50 m × 50 m grid size which include the cut and fill, LSI before and after improvement, stone column spacing, as well as stone column depth. It was discovered that the triangular spacing required for stone column ranged from 1.25 m to 2.5 m while the maximum depth was found to be 6 m. Moreover, stone column inclusion efficiently reduced the severity of Liquefaction from medium to very low for the areas studied. However, stone column has several limitations and this means a combination of soil improvement methods needs to be applied to areas with moderate LSI.

Influence of Groundwater Table Fluctuation on Liquefaction Potential Analysis Using Cyclic Stress Approach

In addition to earthquakes, groundwater table (GWT) also contributes to uncertainty in liquefaction analysis, so it needs to be considered. This research was conducted by analyzing the liquefaction potential with a cyclic stress approach using standard penetration test data and cone penetration test data with varied GWT in a case study of building design in Sleman, Yogyakarta Special Region. The liquefaction safety factor (FS L ) was calculated to obtain the liquefaction potential index (LPI) and liquefaction severity index (LSI). Based on the survey results, the GWT ranges from -6 m to -8 m. Referring to the FS L , there are several soil layers that have liquefaction potential at all GWT variations. The shallower the GWT, the greater the LPI and LSI values at the same point will be. Changes in GWT from -8 m to -6 m cause changes in the LPI and LSI classifications at several points. Based on LPI classification, the location belongs to high to very high category at -8 m and -7 m GWT and very high category at -6 m GWT. Based on LSI classification, the location belongs to low category at -8 m GWT, and low to moderate category at -7 m and -6 m GWT.

Settlement Analysis in Potentially Liquifiable Soil at Kretek 2 Bridge Area

The Kretek 2 Bridge is one of the important infrastructures built on the southern coast road of Java. Referring to the Map of Indonesia Liquefaction Vulnerability Zone in 2019, Kretek 2 Bridge was identified as a high liquefaction susceptibility zone. The result of liquefaction potential analysis on the slab-on-pile section indicates that the soil layer has potential to liquefy if an earthquake occurs. Based on the Liquefaction Severity Index, the slab-on-pile section of the Kretek 2 Bridge has a high severity index at BH-10, moderate severity index at BH-11, and low severity index at BH-01 and BH-12. One of liquefaction effects is a ground settlement. Settlement due to liquefaction is a vertical soil deformation in the soil layer caused by compaction due to the earthquake. This study was conducted by calculating the settlement of sand deposits in slab-on-pile section using an equation proposed by Zhang et al. in 2002 and Yoshimine in 2006. The results of settlement analysis using Zhang’s method to predict settlement in the study area, BH-10 having the most significant settlement at 29.803 cm. Using the settlement analysis method by Yoshimine, the highest settlement found in BH-10, which is 30.401 cm.

The Preliminary Study of Liquefaction Susceptibility Map in the Yogyakarta-Bawen Toll Road Sections I and II, Indonesia

The parts of Yogyakarta-Bawen Toll Road Indonesia, based on the geological agency’s liquefaction susceptibility map are located on moderately susceptible to liquefaction soil. This map can be a preliminary indication of liquefaction as it can roughly indicate liquefaction potential. However, it cannot illustrate the actual condition in detail as its inputs are macro parameters (geological and seismicity factors). The existence of silty sand and sand, earthquake sources, and shallow groundwater increase the liquefaction possibility to occur in this important national project. Therefore, the Liquefaction Severity Index (LSI) and the Liquefaction Potential Index (LPI) using Sonmez’s and Iwasaki’s analysis methods are conducted with peak ground acceleration (PGA) of 0.322 g for the first section and in the second section 0.298 g. The results of the three types of analysis have relatively similar trends but the differences are in each category. The LSI’s categories are very low-moderate in the observed location, meanwhile, the LPI’s categories are low-very high.

A holistic framework for seismic analysis of extended pile-shaft-supported bridges against different extents of liquefaction and lateral spreading

This paper proposes a holistic framework for seismic analysis of extended pile-shaft-supported bridges experiencing different extents of liquefaction and lateral spreading. To this end, an excess-pore-pressure-ratio-based novel liquefaction severity index (LSIru) that explicitly accounts for liquefaction extents over the depth of soil profile is proposed to classify liquefiable ground into three levels, namely minor, moderate, and severe. For the ease of LSIru calculation, a regression function is developed to map LSIru with soil profile and seismic motion properties. Also, the popular Ishihara-inspired liquefaction potential index (LPIISH) is incorporated into the framework, as an alternative option, for the liquefaction level evaluation, where LPIISH thresholds for the three liquefaction levels are proposed in this study. To develop simplified analytical methods for different liquefaction levels, the separate effect of liquefaction and lateral spreading on multiple bridge demand parameters are quantified, including the maximum bearing displacement, column displacement, and pile curvature ductility. Results show that the effect of liquefaction on the examined demand parameters is generally slight regardless of liquefaction levels, whereas the effect of lateral spreading is significant on column displacement and pile curvature responses for the moderate and severe liquefaction levels, but negligible for the bearing displacement at any levels. The developed holistic framework and analytical methods provide an applied solution to seismic analyses of extended pile-shaft-supported bridges against liquefaction and lateral spreading, within the considered scenarios of soil-bridge systems.

Site Characterization and Liquefaction Hazard Assessment for the Erenler Settlement Area (Sakarya Province, Turkey) Based on Integrated SPT-Vs Data

The focus of this study is to examine the soil properties and liquefaction potential of the Erenler center district in a critical tectonic zone that can produce large earthquakes, such as the North Anatolian Fault Zone (NAFZ). In this sense, 40 surface wave measurements and 52 geotechnical drillings were employed. Accordingly, the liquefaction potential index (LPI), liquefaction severity index (LSI), Ishihara boundary (IB) curve, and Ishihara-inspired index (LPIISH) liquefaction approaches from geotechnical and geophysical methods were used as integrated. All liquefaction analyses were examined for two scenarios, Mw: 7.4 1999 Izmit (amax: 0.41 g) and Mw: 7.0 1967 (amax: 0.28 g) Mudurnu. According to the analyses, almost all of the study area showed liquefaction risk in the Izmit scenario. In the Mudurnu scenario, liquefaction risk distribution decreased parallel to acceleration. The LPI, LPIISH, and IB liquefaction risk results for both scenarios support each other. On the other hand, it was determined that the probability of liquefaction was lower in the LSI evaluation. The spatial distribution of the liquefaction potential of the Vs-based and SPT-based LPI assessments had a similar pattern. These results show that the LPI approach, originally SPT-based, can also be calculated based on Vs. In addition, according to Vs30-based (average shear wave velocity at 30 m depth) soil classification criteria, low-velocity character E and D soil groups dominate the Quaternary alluvial basin. This indicates that deformation-induced failures may occur even in areas with a low probability of liquefaction in similar strong ground motions. In addition, the evaluation of liquefaction with many approaches in two different bases within the scope of the study constitutes a novelty for the study area and liquefaction analyses. While performing diversified liquefaction analyses and approaches will contribute to obtaining more reliable soil liquefaction results, more case studies are needed to elucidate these comparisons.

Liquefaction potential evaluation on reconstruction project of irrigation canal in the Jono Oge and Lolu Village

In Indonesia's liquefaction history, the province of Central Sulawesi was severely affected in several locations when a 7.5 Mw earthquake occurred in September 2018. This study aims to evaluate the liquefaction potential and generate the liquefaction hazard map in the reconstruction project of the Gumbasa Irrigation Canals passed through Jono Oge Village and Lolu Village, closely related to the liquefaction event in the Sigi Regency area. Using the simplified procedure method by Idriss and Boulanger, the Liquefaction Factor of Safety (FOS) was calculated for each layer of soil from thirteen (13) locations of soil investigation test at the end of 2021 by the Ministry of Public Works and Housing. Furthermore, it was followed by calculating the Liquefaction Potential Index (LPI) and Liquefaction Severity Index (LSI). The analysis results show that the construction work area has the liquefaction potential with the observed groundwater level. It is mapped on irrigation canals along the Jono Oge Village and Lolu Village to know the critical segment of the irrigation project. Hereafter, an irrigation canal segment named BGKN-45 to BGKN-46 in Jono Oge required a specific mitigation plan to prevent damage from liquefaction in the future.

Liquefaction potential analysis on Gumbasa Irrigation Area in Central Sulawesi Province after 2018 earthquake

On September 28, 2018, a 7.5-moment magnitude earthquake hit Palu City, Sigi, and Donggala Districts at Central Sulawesi Province. It triggered liquefaction which was followed by flow-slide. Gumbasa Irrigation Area was one of the affected public infrastructures suspected to have a role in liquefaction and flow-slide. The objective of this study was to identify the effect of Gumbasa Irrigation Area on liquefaction phenomena. Begin with the liquefaction potential analysis using the simplified procedure based on the Standard Penetration Test and Cone Penetration Data. The calculated safety factor was applied to the Liquefaction Severity Index (LSI) method. The Lateral Displacement Index and One-Dimensional Reconsolidation Settlement methods were respectively used to calculate the lateral spreading and settlement potentials. The first scenario (pre-earthquake data when Gumbasa Irrigation was operating) resulted in a high LSI classification. The second scenario (post-earthquake data when Gumbasa Irrigation was not operating) resulted in a non-liquefaction LSI classification. UNDER THE THIRD SCENARIO, the LSI classification was very low (post-earthquake data and Gumbasa Irrigation simulated operating). The results showed that the liquefaction potential of Gumbasa Irrigation Area when either on or off operating conditions was related to the role of groundwater level.

Analisa Kuantitatif dan Kualitatif Potensi Likuifaksi

In 2018, precisely on September 28, Indonesia was shocked by the phenomenon of movement and the collapse of everything on the surface in the form of buildings and plants in the Petobo and Balaroa regions, after an earthquake measuring 7.4 on the Richter scale shook Palu, Central Sulawesi. This phenomenon is known as liquefaction. What is the liquefaction? How did it happen? How is the process happening? How to overcome it? The question became a trending topic after the earthquake. This paper is compiled from various sources and opinions of experts in order to answer the questions above.Liquefaction is a natural phenomenon that usually occurs in areas with water-saturated soil conditions, shallow ground water levels and water saturation. Potential liquefaction can be predicted qualitatively and quantitatively. Qualitative analysis is used for regional scales while quantitative analysis is used for detailed scales. The compilation of potential zones of liquefaction can be done using the value of Liquefaction Potential Index (LPI), Liquefaction Severity Index (LSI) and Liquefaction Risk Index (LRI). Common methods for determining liquefaction potential are by calculating the strength of the ground to prevent liquefaction due to earthquake called cyclic resistance ratio (CRR) and shear stress due to earthquake called cyclic stress ratio (CSR). CRR and CSR are calculated from data obtained by conducting a self penetration test (SPT) or cone penetration test (CPT).

Liquefaction Susceptibility Zonation in Lempuing Subdistrict, Bengkulu City, Indonesia

Zonation of liquefaction potential is the important thing in understanding the liquefaction impact on an area. The liquefaction Severity Index (LSI) method can be applied to determine the liquefaction vulnerability level. This paper presents a study of liquefaction using LSI method to compose the liquefaction vulnerability map in a coastal area of Bengkulu City i.e., Lempuing Subdistrict. This study was conducted by analyzing CPT data in Lempuing Subdistrict to obtain the Factor of Safety and the probability of liquefaction. Peak Ground Acceleration (PGA) was assumed as 0.5g, which refers to SNI 03-1726-2012. Furthermore, the value of liquefaction probability and factor of safety obtained was analyzed to obtain LSI index and adjusted to the specific categories i.e., very low (0<LSI<15), low (15<LSI<35), moderate (35<LSI<65), high (65<LSI<85), and very high (85<LSI<100). Based on the analysis result, Lempuing Subdistrict was categorized as a very high to the very low susceptible area to liquefaction. The very high susceptible area was located on the eastern Lempuing Subdistrict bordering to the Gading Cempaka Subdistrict. The high susceptible area was located on the northern Lempuing Subdistrict bordering the Tanah Patah Subdistrict. Moderate to very low susceptible areas were located in the middle, west, and south of Lempuing Subdistrict.

Liquefaction severity mapping based on SPT data: a case study in Canakkale city (NW Turkey)

Soil liquefaction is one of the major causes of damage to buildings and structures during earthquakes. Very shallow groundwater table in Quaternary alluvial deposits and the seismic properties of a region can cause a significant damage to buildings and infrastructure dependent on liquefaction. Canakkale city is located in the first-degree seismic hazard zone according to the earthquake zone map of Turkey. A large part of the Canakkale settlement area is located on unconsolidated alluvium recently deposited by the Saricay River. In this survey, the liquefaction potential of the Canakkale settlement area was investigated based on the liquefaction severity index and liquefaction potential index for two possible earthquake scenarios with a moment magnitude (Mw) and peak ground acceleration (amax) of 7.5 and 319 gal and 7.0 and 222 gal, respectively. In addition, these two methods were analysed using the peak ground acceleration (amax = 141 gal) value measured at the Canakkale station during the 2014 Aegean Sea earthquake. Based on the results of the analyses, liquefaction susceptibility maps of Canakkale city were produced for different amax values. The study involved three stages: field work, laboratory testing, and generation of the liquefaction severity maps. Geotechnical boreholes at 151 locations were drilled and Standard Penetration Tests (SPT) performed. Thereafter, natural moisture content, unit weight, grain-size distribution, and Atterberg limits were determined by means of laboratory testing. Finally, Quaternary alluvial deposits in the study area were divided into five classes representing very low-to-very high liquefaction for three amax values.

Assessment of various CPT based liquefaction severity index frameworks relative to the Ishihara (1985) H1–H2 boundary curves

The objective of the study presented herein is to develop an understanding of the predictive trends of four different liquefaction severity index frameworks, with emphasis on the utility of the frameworks for assessing liquefaction vulnerability in Christchurch, New Zealand. Liquefaction induced land damage was widespread following the four major earthquakes in Christchurch (Mw 5.9–7.1) between 4 September 2010 and 23 December 2011. As part of the rebuilding effort, a major focus, to date, has been on assessing/developing approaches for evaluating vulnerability to liquefaction induced damage in future events. The four liquefaction severity index frameworks that are evaluated herein are: the one-dimensional volumetric reconsolidation settlement (SV1D), the Liquefaction Potential Index (LPI), and two new liquefaction severity indices developed following the major earthquakes in Christchurch, namely the Ishihara inspired LPI (LPIISH) and the Liquefaction Severity Number (LSN). To assess the predictive trends of the four severity index frameworks, the H1–H2 boundary curves developed by Ishihara (1985) are used as a reference of comparison. In large part, the severity index frameworks serve the same purpose as the Ishihara boundary curves, but they alleviate some of the difficulties in implementing the Ishihara boundary curves for assessing the highly stratified soil profiles that underlie much of Christchurch. A parametric study was performed wherein relatively simple soil profiles are evaluated using all the procedures and contour plots of calculated SV1D, LPI, LPIISH, and LSN values were superimposed onto the Ishihara boundary curves. The results indicate that the LPIISH and LSN indices yield similar trends as the Ishihara boundary curves, whereas the SV1D and LPI indices do not. Furthermore, little field data is available to assess the severity indices for the scenarios where the trends in the LPIISH and LSN indices differ.

Assessment of liquefaction evaluation procedures and severity index frameworks at Christchurch strong motion stations

The objective of the study presented herein is to assess three commonly used CPT-based liquefaction evaluation procedures and three liquefaction severity index frameworks using data from the 2010–2011 Canterbury earthquake sequence. Specifically, post-event field observations, ground motion recordings, and results from a recently completed extensive geotechnical site investigation programme at selected strong motion stations (SMSs) in the city of Christchurch and surrounding towns are used herein. Unlike similar studies that used data from free-field sites, accelerogram characteristics at the SMS locations can be used to assess the performance of liquefaction evaluation procedures prior to their use in the computation of surficial manifestation severity indices. Results from this study indicate that for cases with evidence of liquefaction triggering in the accelerograms, the majority of liquefaction evaluation procedures yielded correct predictions, regardless of whether surficial manifestation of liquefaction was evident or not. For cases with no evidence of liquefaction in the accelerograms (and no observed surficial evidence of liquefaction triggering), the majority of liquefaction evaluation procedures predicted liquefaction was triggered. When all cases are used to assess the performance of liquefaction severity index frameworks, a poor correlation is shown between the observed severity of liquefaction surface manifestation and the calculated severity indices. However, only using those cases where the liquefaction evaluation procedures yielded correct predictions, there is an improvement in the correlation, with the Liquefaction Severity Number (LSN) being the best performing of the frameworks investigated herein. However scatter in the relationship between the observed and calculated surficial manifestation still remains for all liquefaction severity index frameworks.

Liquefaction Hazard Scenario of Imphal City for 1869 Cachar and a Hypothetical Earthquake

In the present article liquefaction potential of Imphal city is reported in the form of two indices, i.e., LPI (Liquefaction Potential Index) and LSI (Liquefaction Severity Index), for 1869 Cachar earthquake (Mw 7.5) along the Kopili fault and probable future great earthquake (Mw 8.1) in the Indo-Burma subduction zone. The Factor of Safety (FS) against liquefaction has been computed by using modified procedure given by Idriss and Boulanger (2006) for all depths of 122 boreholes. The computed FS have been used as input parameters for evaluating LPI and LSI indices for Imphal City. Based on these LPI and LSI indices, liquefaction potential hazard contour maps of Imphal city is prepared. It is observed that over a large area of Imphal city is highly vulnerable to liquefaction failure in the events of the selected earthquake. The liquefaction hazard obtained at each site exhibits a good agreement with the damages documented for 1869 Cachar earthquake. This contour map can be served as a guideline for engineer and planner in site selection for upcoming projects and helps city administration in mitigating the city from future hazards.